Project Information
Geometry & Support
Deflection Limits
Applied Loads
| Category | Type | Magnitude (w/P) | Start 'a' (m) | Length (m) | Action |
|---|---|---|---|---|---|
| No loads added. Beam will only have self-weight if enabled. | |||||
Geometry & Materials
Reinforcement
Section Preview
Flexure (Positive)
As provided: {{ sectionProps.As_bot.toFixed(0) }} mm²
As min (ACI): {{ designResults.flexure.As_min.toFixed(0) }} mm²
Shear Design
Stirrups: 2-Legs Ø{{ section.stirrup_d }} @ {{ section.stirrup_s }}
Shear Reinf. Required
Serviceability
* Based on gross section (Ig). For long-term or cracked section, additional analysis required.
Reinforced Concrete Beam Design
Design Standard: ACI 318 Strength Design Method
Project: {{ project.name }}
Mark: {{ project.mark }}
Date: {{ project.date }}
Designer: {{ project.designer }}
1. GEOMETRY & MATERIAL PROPERTIES
Span, L = {{ beam.L }} m ({{ beam.support }})
Width, b = {{ section.b }} mm
Total Depth, h = {{ section.h }} mm
Clear Cover = {{ section.cover }} mm
Concrete Strength, f'c = {{ section.fc }} MPa
Steel Yield Strength, fy = {{ section.fy }} MPa
Stirrup Yield, fyt = {{ section.fyt }} MPa
Concrete Modulus, Ec = 4700√f'c = {{ (4700 * Math.sqrt(section.fc)).toFixed(0) }} MPa
2. SECTION PROPERTIES & REINFORCEMENT
Gross Area, Ag = b × h = {{ sectionProps.Ag.toLocaleString() }} mm²
Gross Inertia, Ig = bh³/12 = {{ sectionProps.Ig.toExponential(3) }} mm⁴
Self Weight = {{ sectionProps.sw.toFixed(2) }} kN/m
Bottom Bars: {{ section.bot_n }} - Ø{{ section.bot_d }} (As = {{ sectionProps.As_bot.toFixed(1) }} mm²)
Top Bars: {{ section.top_n }} - Ø{{ section.top_d }} (As' = {{ sectionProps.As_top.toFixed(1) }} mm²)
Stirrups: Ø{{ section.stirrup_d }} @ {{ section.stirrup_s }} mm
Effective Depth, d = {{ sectionProps.d.toFixed(1) }} mm
3. DESIGN LOADS (Factored U = 1.2D + 1.6L)
| Cat | Type | Magnitude | Loc (m) | Len (m) |
|---|---|---|---|---|
| DL | UDL (Self) | {{ sectionProps.sw.toFixed(2) }} kN/m | 0.0 | {{ beam.L }} |
| {{ load.cat }} | {{ load.type }} | {{ load.mag }} | {{ load.a }} | {{ load.type === 'UDL' ? load.len : '-' }} |
Max Factored Moment, Mu = {{ designResults.flexure.Mu.toFixed(2) }} kNm
Max Factored Shear, Vu = {{ designResults.shear.Vu.toFixed(2) }} kN
4. FLEXURAL DESIGN CHECK (Positive Moment)
Assume singly reinforced rectangular section mechanism:
- Stress block depth, a = (As × fy) / (0.85 × f'c × b) = ({{sectionProps.As_bot.toFixed(1)}} × {{section.fy}}) / (0.85 × {{section.fc}} × {{section.b}}) = {{ designResults.flexure.a.toFixed(2) }} mm
- Nominal capacity, Mn = As × fy × (d - a/2) = {{ designResults.flexure.Mn.toFixed(2) }} kNm
- Tension strain εt = 0.003 × (d - c)/c = {{ designResults.flexure.et.toFixed(4) }} (φ = {{designResults.flexure.phi.toFixed(2)}})
- Design strength, φMn = {{ designResults.flexure.phiMn.toFixed(2) }} kNm
- Minimum Steel, As,min = {{ designResults.flexure.As_min.toFixed(1) }} mm² ≤ As,provided ({{ sectionProps.As_bot.toFixed(1) }} mm²)
- D/C Ratio = Mu / φMn = {{ designResults.flexure.ratio.toFixed(2) }} ({{ designResults.flexure.pass ? 'O.K.' : 'N.G.' }})
5. SHEAR DESIGN CHECK
- Concrete capacity, Vc = 0.17√f'c × b × d = {{ designResults.shear.Vc.toFixed(2) }} kN
- Stirrup capacity, Vs = Av × fyt × d / s = {{ designResults.shear.Vs.toFixed(2) }} kN
- Nominal capacity, Vn = Vc + Vs = {{ (designResults.shear.Vc + designResults.shear.Vs).toFixed(2) }} kN
- Design strength, φVn (φ=0.75) = {{ designResults.shear.phiVn.toFixed(2) }} kN
- D/C Ratio = Vu / φVn = {{ designResults.shear.ratio.toFixed(2) }} ({{ designResults.shear.pass ? 'O.K.' : 'N.G.' }})
6. SERVICEABILITY (DEFLECTION)
- Max elastic deflection under service loads (Uncracked), Δ = {{ designResults.deflection.delta.toFixed(2) }} mm
- Allowable Limit = L / {{ limits.Total }} = {{ designResults.deflection.limit_val.toFixed(2) }} mm
- Status: {{ designResults.deflection.pass ? 'Deflection is within limits.' : 'Deflection exceeds limit.' }}